Final report for Task 6 Technical documentation of bio ash concrete

Project BioCrete Task ID: 6 Date: 2008-01-23 Participant: DTI Name: PNY/THSV/CPA Final report for Task 6 Technical documentation of bio ash concrete Performed for: BioCrete Performed by: Thomas Svensson Pernille Nyegaard Claus Pade Taastrup, January 23, 2008 Building Technology

Title: Authors: Technical documentation of bio ash concrete Thomas Svensson, Pernille Nyegaard, Claus Pade Partial reproduction of this report is allowed if proper reference is provided to this report.

Content 1. Preface...4 2. Introduction...5 2.1. Long-term durability...5 2.2. Strength development...5 3. Task progress...6 4. Results...6 4.1. Long-term durability...6 4.2. Heat and strength development...7 5. Conclusion...8 6. Appendices...9 3

1. Preface BioCrete is the acronym for a LIFE supported project Utilisation of ash from incineration of wastewater sludge (bio ash) in concrete production. The project activities have been defined in 10 tasks, and the present report is the final report for one task, summarising purpose, task progress, results and experiences. The report is written by the task coordinator, as identified by initials for participant and name. The project period is June 2005 to December 2007, and the project includes 4 participants: Avedoere Wastewater Services (AWS) as beneficiary, Lynettefaellesskabet (LYNIS) and Unicon Ltd. (UNICON) as partners and Danish Technological Institute (DTI) as consultants. 4

2. Introduction In terms of traditional concrete technology a few concerns have been raised in connection with the use of bio ash concrete. For this reason, in Denmark, bio ash is only allowed to be used in concrete for passive environment. To use bio ash concrete in other more aggressive environmental classes more documentation is required primarily on long-term durability and strength development, in particular the role played by the high content of P 2 O 5 in the bio ash. Consequently, the task will attempt to clarify the above issues and by performing a suite of tests that will provide better knowledge of the long-term durability and strength development of bio ash concrete. 2.1. Long-term durability The long-term durability of bio ash concrete will be documented through accelerated performance testing, and through microscopic analysis of the bio ash concrete. Two bio ash concretes (AWS ash, LYNIS ash) and a reference concrete will be tested for each of the three environmental classes passive, moderate and aggressive. The following test methods will be performed: Freeze-thaw resistance (SS 13724 and EN 480-11) Cl-ion penetration (NT BUILD 492) Shrinkage (DS 434.6) Microstructure characterization (TI-B5) The first two test apply only to concrete in moderate and aggressive environment classes, whereas the last two test will be carried out on concrete in both passive (P), moderate (M) and aggressive (A) environment classes. 2.2. Strength development The influence on strength development (including setting time, Task 4) will be investigated for a suite of six selected bio ashes (three from each of LYNIS WWTP and AWS WWTP). The ashes investigated will be selected based on their total P 2 O 5 content as well as their soluble P 2 O 5 content (soluble phosphate is strongly retarding the setting of concrete). The P 2 O 5 parameters are available from Task 4. Two bio ash concretes will be tested in the passive and aggressive environmental class, respectively. The following tests will be performed: Setting time EN 196-3 (Task 4) Heat development of concrete through semi-adiabatic Hay-box calorimetry (NT BUILD 388:1992) Compressive strength development of bio ash concretes. Strength measured at 2, 7, 28 and 56 days according to EN 12390-1, 2, 3, 4. 5

3. Task progress The mix design for the different environmental classes was changed from using 100% replacement of normal coal fly ash with bio ash to using 50% bio ash and 50% coal fly ash. The reason for changing the mix was that preliminary tests had shown lower strength and difficulties with the fresh properties of the concrete mixes. Furthermore, the bio ash from LYNIS was too coarse to be used without further treatment, so this ash was milled to a finer particle size distribution. All the tests described above were performed as planned except Cl-ion penetration and micro structure characterization since these test were performed in Task 7. 4. Results In the following the outcome of the tests are described. For further information regarding the results - see the appendices. 4.1. Long-term durability Freeze-thaw resistance (class M and A) The results from all tested concrete mixes except M30 Lynis-1 were very good, the result from M30 Lynis-1 was good. Overall all the tested concrete mixes performed well with only small variations between the results of the different ashes and concrete types. The general trend was that the reference fly ash performed slightly better than AWS-1, and that AWS-1 performed slightly better than Lynis-1. The requirement in DS/EN 206-1 and DS 2426 is good. The results from the freeze-thaw testing are available in appendix 4. Shrinkage (class P, M and A) In general the measured values of shrinkage for all tested samples are normal for concrete of these mix designs and conditions. The first measurement of the A35 Reference was performed after four days, compared to one day for the rest of the samples, this has been taken into account in the evaluation of the shrinkage data. The following conclusions can be made from the shrinkage measurements: There is no significant difference in shrinkage between AWS-1 and Lynis-1 (The shrinkage of AWS-1 is larger than that of Lynis-1 in the A35 concrete, but this is not the case in the P20 and M30 concretes). The Bio ashes show a slightly larger shrinkage than the reference concrete mix, this is more pronounced in the P20 and M30 concrete mixes, and less so for the A35 concrete mix. 6

4.2. Heat and strength development Heat development and setting time of concrete through semi-adiabatic Hay-box calorimetry (NT BUILD 388:1992) The results from the heat development tests are available in appendix 5. A summary of the results are presented in table 1 together with values from typical Danish reference concretes with fly ash. In general the results from the heat development tests are normal for these mix designs and conditions, though there are a few differences from the typical values. For the A35 Concrete mixes the value for Tau e are higher than the typical values, this is the case for both the AWS and Lynis ashes. For the P20 concrete mixes only the Lynis ash shows a higher value for Tau e than the typical value. The Tau e value correlates to the setting time of the concrete and a higher value indicates a longer setting time. In general the values for Tau e shows similar results regarding the relative setting time between the different bio ashes, compared to the actual setting time from Task 4. No connection between the indicated setting time from the value of Tau e and the content of phosphate in the bio ash has been found. For both the AWS and the Lynis ashes the value for alpha is slightly higher than the typical value. This indicates a more rapid heat development once the concrete has started to set. There is no significant difference on the alpha value between the AWS and Lynis ashes. Q (kj/kg) Concrete mix Cement Cement+Ash Tau e (h) alpha A35 AWS-1 343,7 281,7 20,51 1,43 A35 AWS-2 380 311,5 28,5 1,56 A35 AWS-3 360,8 295,7 24,54 1,5 A35 Lynis-1 373,9 306,4 25,53 1,38 A35 Lynis-2 343,6 281,6 30,39 1,81 A35 Lynis-3 407,4 333,9 25,81 1,28 P20 AWS-1 395,4 298 20,38 0,94 P20 AWS-2 407 306,8 18,93 0,98 P20 AWS-3 332,9 250,9 16,99 1,18 P20 Lynis-1 393,9 296,9 25,18 1,01 P20 Lynis-2 417,5 314,7 24,2 0,98 P20 Lynis-3 415,2 313 23,99 0,97 Typical A35 355 287 17,4 1,16 Typical P20 442 297 19,9 0,91 Table 1. Results from semi-adiabatic calorimetry 7

Compressive strength development of bio ash concretes. Strength measured at 2, 7, 28 and 56 days according to EN 12390-1, 2, 3, 4. After the casting of the compressive strength samples it was discovered that the pressure meter used for the air content measurement during the casting of the compressive strength samples was malfunctioning, because of this the measured air content in the fresh concrete can not be used in the evaluation of the compressive strength results. The actual air content of the different concrete mixes has been calculated from the measured cylinder densities. Furthermore the air content for two samples has been analysed according to ASTM C 457 in order to validate the calculated air content. After evaluating the measured compressive strengths together with the actual air content of the concrete mixes the following conclusions can be made regarding the compressive strength of the concrete mixes: For the mix designs used in this task, there is no significant difference in compressive strength between the Bio Ashes and the Reference. (Although the extreme air content of the Reference makes it difficult to evaluate the compressive strength for this particular concrete mix). There is also no difference between the compressive strength development between the different bio ashes. There is no significant difference in compressive strength between the used batches of AWS ash. (The compressive strength of AWS-1 is lower than that of AWS-2 and AWS-3 in the P20 concrete, but this is not the case in the A35 concrete. The extreme air content of the concrete with AWS-1 makes it difficult to evaluate the compressive strength for this particular mix) For the mix design used in this task, there is no significant difference in compressive strength between the used batches of Lynis ash. 5. Conclusion In this task the durability and strength development of a total of 6 samples of bio ash has been evaluated, 3 samples each from Avedøre (AWS) and Lynetten (Lynis). There were only minor variations in the results from the freeze-thaw tests between the different ashes including the reference. All samples fulfilled the requirements of DS-EN 206-1 and DS2426. The effect of the different bio ashes on the shrinkage of concrete was evaluated according to the principles in DS 434.6. In general there were very small differences between the results of the different concrete samples including the reference, although the shrinkage of the concrete samples cast with bio ash was slightly higher than that of the reference. 8

The heat development measurements have been performed through semi-adiabatic Haybox calorimetry. The total heat development of the bio ash concrete mixes is comparable to that of typical reference concrete mixes with fly ash. The heat development measurements indicate that the setting time for the bio ash concrete mixes are higher than that of concrete mixes with fly ash, but once the setting starts the heat development is slightly more rapid. In general the compressive strength measurements showed no significant differences between the different bio ashes and the reference. Overall the concrete mixes had similar properties regarding durability and strength development, with the only major difference being the later setting time indicated in the heat development test. It was possible to obtain satisfactory fresh concrete properties with both types of bio ash, although the mix designs had to be modified to compensate for the bio ashes higher water demand. All concrete mixes were modified with higher paste content and/or higher super plasticizer dosage and a 50-50 percent mix of fly ash and bio ash, in order to obtain satisfactory fresh concrete properties. 6. Appendices A. Concrete mixes and used ashes B. Fresh concrete results (slump air etc.) C. Results regarding durability: shrinkage D. Results regarding durability: freeze-thaw resistance. E. Results regarding heat development of bio ash concretes. F. Results regarding strength development. 9

Appendix A Concrete mixes and used ashes Ashes The ashes investigated in this task have been selected based on their total P 2 O 5 content as well as their soluble P 2 O 5 content. The P 2 O 5 data are available in Task 4. Used Ashes P 2 O 5 Content Task 6 Markings Soluble (mg/kg) Total (%) AWS 1 Avedøre 6/10 92 26 AWS 2 Avedøre 21/8 29 22 AWS 3 Avedøre 19/6 73 27 Lynis 1 Lynis 26/7 24 26 Lynis 2 Lynis 1/9 22 23 Lynis 3 Lynis 15/11 23 Table 1. Bio ashes used in task 6. Concrete mixes The investigated concrete mixes are based on reference mixes from Unicon Ltd. The preliminary tests with the reference mix designs and the various bio ashes indicated that the water demand of the concrete mixes increased when fly ash was replaced with bio ash. The Lynis ashes increased the water demand more than the AWS ashes. Based on these test it was decided that the concrete mixes used in this task should use a 50-50 percent mix of reference coal fly ash (Avedøre B4) and bio ash. The concrete mix designs were also modified based on the bio ashes influence on the water demand of the concrete mixes. The used concrete mixes are listed in the tables 2 4 below. Parameter Unit Concrete Mix A35 Ref A35 AWS (1-3) A35 Lynis (1-3) Mix design (recipe) Cement(C) kg/m 3 323,8 336,3 348 Fly ash kg/m 3 64,9 37 38,3 Bio ash kg/m 3 37,1 38,3 Water(W) kg/m 3 149,5 155,2 160,6 Air (target) % vol. 6,5 6,5 6,5 Fine aggregate kg/m 3 778 751,5 737,4 Coarse aggregate kg/m 3 970,8 930,4 912,9 W/C eq (k = 0.5 for ash) kg/kg 0,42 0,42 0,42 Table 2. A35 Concrete mixes. A1

Parameter Unit Concrete Mix M30 Ref M30 AWS 1 M30 Lynis 1 Mix design (recipe) Cement(C) kg/m 3 260 266,6 276,1 Fly ash kg/m 3 78 43,8 45,4 Bio ash kg/m 3 44 45,6 Water(W) kg/m 3 146,4 150,1 155,5 Air (target) % vol. 6 6 6 Fine aggregate kg/m 3 805,6 776,8 765,5 Coarse aggregate kg/m 3 982,4 961,7 947,8 W/C eq (k = 0.5 for ash) kg/kg 0,49 0,49 0,49 Table 3. M30 Concrete mixes. Parameter Unit Concrete Mix P20 Ref P20 AWS (1-3) P20 Lynis (1-3) Mix design (recipe) Cement(C) kg/m 3 201,6 211,6 211,6 Fly ash kg/m 3 59,9 34,5 34,5 Bio ash kg/m 3 34,6 34,6 Water(W) kg/m 3 155 162,7 162,7 Air (target) % vol. 4,3 4,3 4,3 Fine aggregate kg/m 3 847,1 829,7 829,7 Coarse aggregate kg/m 3 974,1 954,1 954,1 W/C eq (k = 0.5 for ash) kg/kg 0,67 0,67 0,67 Table 4. P20 Concrete mixes. The admixture dosage was also investigated in the preliminary testing and a base dosage was set for each concrete mix. In order for each concrete mix to have the specified workability and air content, the actual dosage was modified during the mixing of the final concrete mixes. The target slump for all concrete mixes was 150mm, and the target air content was 4,5% for P20 mixes, 6,0% for M30 mixes and 6,5% for A35 mixes. The actual admixture dosages for all concrete mixes are given in table 5. A2

Admixture dosage (by weight of powder) Concrete mix Plasticizer Super Plasticizer Air Entrainer A35 AWS 1 0,55% 0,25% 0,15% A35 AWS 2 1,06% 0,38% 0,24% A35 AWS 3 0,69% 0,42% 0,25% A35 Lynis 1 0,75% 0,38% 0,38% A35 Lynis 2 0,80% 0,40% 0,30% A35 Lynis 3 0,75% 0,50% 0,20% A35 Ref 0,90% 0,38% 0,25% M30 AWS 1 0,90% 0,40% 0,20% M30 Lynis 1 1,00% 0,47% 0,75% M30 Ref 0,90% 0,16% 0,30% P20 AWS 1 0,60% 0,30% 0,50% P20 AWS 2 0,60% 0,30% 0,40% P20 AWS 3 0,60% 0,30% 0,45% P20 Lynis 1 0,70% 0,40% 1,20% P20 Lynis 2 0,70% 0,40% 1,10% P20 Lynis 3 0,70% 0,40% 1,30% P20 Ref 0,55% 0,24% 0,51% Table 5. Admixture dosage. A3

Appendix B Fresh concrete test results. The fresh properties of the concrete mixes were measured during the casting of the test specimens. Initial slump as well as slump after 30 and 60 minutes, air content, fresh density and temperature was measured. Due to a malfunction of the pressure meter used during the testing, the actual air content was considerably higher in the concrete mixes than the measurement given by the pressure meter. The actual air content of the different concrete mixes has been calculated from the measured cylinder densities. Furthermore the air content for two samples has been analysed according to ASTM C 457 in order to validate the calculated air content. Slump (mm) Concrete mix After mixing After 30 min After 1h Density (kg/m3) Temperature ( C) A35 AWS 1 140 90 50 2133 21,1 A35 AWS 2 160 120 2231 23,9 A35 AWS 3 185 150 130 2133 21 A35 Lynis 1 155 100 2219 20,8 A35 Lynis 2 200 170 130 2173 23,1 A35 Lynis 3 160 160 130 2210 23 A35 Ref 190 2183 21,5 M30 AWS 1 140 80 2166 21 M30 Lynis 1 120 60 30 2219 20 M30 Ref 180 120 2149 21 P20 AWS 1 160 160 160 2018 20,8 P20 AWS 2 170 160 2095 20,2 P20 AWS 3 200 190 155 2104 21,1 P20 Lynis 1 160 150 2100 20,4 P20 Lynis 2 180 150 100 2111 23,7 P20 Lynis 3 160 150 120 2094 19,7 P20 Ref 135 120 2173 21,5 Table 1. Fresh concrete properties. B1

Air Content Concrete mix Pressure Meter Cylinder density ASTM C457 A35 AWS 1 4,8% 11,3% A35 AWS 2 3,9% 9,0% A35 AWS 3 5,1% 11,1% A35 Lynis 1 3,9% 7,9% 8,0% A35 Lynis 2 4,4% 8,9% A35 Lynis 3 4,2% 8,0% A35 Ref 4,6% 14,3% M30 AWS 1 5,2% M30 Lynis 1 5,3% M30 Ref 5,4% P20 AWS 1 5,2% 14,6% 13,7% P20 AWS 2 4,7% 10,4% P20 AWS 3 4,7% 11,0% P20 Lynis 1 4,4% 11,7% P20 Lynis 2 4,5% 9,6% P20 Lynis 3 4,5% 10,2% P20 Ref 4,8% Table 2. Comparison of air content from pressure meter, cylinder density and ASTM C457. B2

Appendix C Shrinkage measurements Shrinkage measurements were performed with the ashes AWS-1, Lynis-1 and the reference ash on all three concrete types. The results from the measurements are given in table 1. Age (days) A35 REF A35 Lynis-1 A35 AWS-1 M30 REF Shrinkage (o/oo) M30 Lynis-1 M30 AWS-1 P20 REF P20 Lynis-1 P20 AWS-1 1 0,000 0,000 0,000 0,000 0,000 0,000 0,000 0,000 2 0,036 0,049 0,081 0,071 0,010 0,019 0,054 4 0,000 5 0,063 0,097 6 0,103 7 0,048 0,108 0,121 0,135 0,168 0,158 0,039 0,069 0,111 14 0,186 0,211 0,222 0,214 0,097 0,177 0,253 15 0,253 0,271 21 0,277 0,281 0,274 0,301 0,293 0,174 0,283 0,281 28 0,256 0,314 0,342 0,303 0,334 0,337 0,240 0,322 0,310 56 0,328 0,382 0,432 0,351 0,381 0,372 0,325 0,397 0,378 Table 1. Results from the shrinkage measurements. The first measurement of the A35 Reference was performed after four days, compared to one day for the rest of the samples, this has been taken into account in the evaluation of the shrinkage data. Plots of the shrinkage versus age are available in diagrams 1 3. Shrinkage, A35 0,500 0,450 0,400 Shrinkage (0/00) 0,350 0,300 0,250 0,200 0,150 A35 REF A35 AWS-1 A35 Lynis-1 0,100 0,050 0,000 0 10 20 30 40 50 60 Age (days) Diagram 1. Shrinkage, A35 C1

Shrinkage, M30 0,400 0,350 Shrinkage (0/00) 0,300 0,250 0,200 0,150 0,100 M30 REF M30 AWS-1 M30 Lynis-1 0,050 0,000 0 10 20 30 40 50 60 Age (days) Diagram 2. Shrinkage, M30 Shrinkage, P20 0,450 0,400 0,350 Shrinkage (0/00) 0,300 0,250 0,200 0,150 P20 REF P20 AWS-1 P20 Lynis-1 0,100 0,050 0,000 0 10 20 30 40 50 60 Age (days) Diagram 3. Shrinkage, P20 C2

Appendix D Results regarding durability: freeze thaw. Test report: SS 137244 A III (1995): Betongprovning Hårdnad betong Avflagning vid frysning.

Teknologisk Institut Byggeri, Beton Rapport nr. 197644-4 Side 1 af 3 Antal bilag 1 Initialer FOE Prøvningsrapport Materiale: Udtagning: Metoder: 24 stk. betoncylindre Ø 150 mm. Vedrørende, BioCrete. Prøvematerialet er udstøbt på Teknologisk Institut. Mærkningen fremgår af efterfølgende side. SS 13 72 44 A III (1995): Betongprovning Hårdnad betong Avflagning vid frysning. Periode: Emnerne blev prøvet i perioden fra 2007-03-14 til 2007-08-24. Resultater: Resultaterne fremgår af side 2 og 3. Vilkår: Prøvningen er udført på omstående vilkår i henhold til de for laboratoriet af DANAK (Dansk Akkreditering) fastsatte retningslinier herfor. Prøvningen gælder kun for det prøvede materiale. Prøvningsrapporten må kun gengives i uddrag, hvis laboratoriet har godkendt uddraget. 2007-08-30, Teknologisk Institut, Beton, Taastrup. Tine Aarre Laboratorieleder, Ph.D. Direkte telefon 72 20 21 61 Finn Østergård Laborant Direkte telefon 72 20 21 67 990907_2007 197644-4 BioCrete.doc

Rapport nr. 197644-4 Side 2 af 3 Frostprøvning efter SS 13 72 44 A lii Prøvning - start: Prøvning - slut: 2007-04-27 2007-06-22 Prøve ID Fryseareal Afskallet materiale total (kg/m 2 ) m 7 m 14 m 28 m 42 m 56 m 56 /m 28 M30 Lynis-1, 1 15792 0,06 0,10 0,11 0,11 0,11 1,0 M30 Lynis-1, 2 16764 0,10 0,13 0,15 0,16 0,16 1,1 M30 Lynis-1, 3 16399 0,12 0,16 0,18 0,18 0,18 1,0 M30 Lynis-1, 4 16490 0,06 0,09 0,11 0,11 0,11 1,0 Middelværdi 0,09 0,12 0,14 0,14 0,14 1,0 Prøvning - start: Prøvning - slut: 2007-04-13 2007-06-08 Prøve ID Fryseareal Afskallet materiale total (kg/m 2 ) m 7 m 14 m 28 m 42 m 56 m 56 /m 28 A35 Lynis-1, 1 16673 0,02 0,04 0,04 0,05 0,05 1,2 A35 Lynis-1, 2 15948 0,02 0,05 0,05 0,06 0,06 1,2 A35 Lynis-1, 3 16559 0,02 0,03 0,03 0,04 0,04 1,2 A35 Lynis-1, 4 16467 0,02 0,04 0,04 0,05 0,05 1,1 Middelværdi 0,02 0,04 0,04 0,05 0,05 1,2 Prøvning - start: Prøvning - slut: 2007-04-13 2007-06-08 Prøve ID Fryseareal Afskallet materiale total (kg/m 2 ) m 7 m 14 m 28 m 42 m 56 m 56 /m 28 A35 AWS-1, 1 16604 0,01 0,01 0,02 0,02 0,02 1,4 A35 AWS-1, 2 16377 0,00 0,01 0,01 0,01 0,02 1,4 A35 AWS-1, 3 16810 0,00 0,01 0,01 0,02 0,02 1,4 A35 AWS-1, 4 16309 0,01 0,01 0,02 0,02 0,02 1,3 Middelværdi 0,01 0,01 0,02 0,02 0,02 1,4

Rapport nr. 197644-4 Side 3 af 3 Frostprøvning efter SS 13 72 44 A lii Prøvning - start: Prøvning - slut: 2007-06-15 2007-08-24 Prøve ID Fryseareal Afskallet materiale total (kg/m 2 ) m 7 m 14 m 28 m 42 m 56 m 56 /m 28 M30 AWS-1, 1 15859 0,03 0,04 0,06 0,07 0,09 1,5 M30 AWS-1, 2 15197 0,01 0,02 0,04 0,05 0,06 1,6 M30 AWS-1, 3 15570 0,03 0,04 0,06 0,06 0,07 1,3 M30 AWS-1, 4 15637 0,05 0,06 0,06 0,06 0,07 1,2 Middelværdi 0,03 0,04 0,05 0,06 0,07 1,4 Prøvning - start: Prøvning - slut: 2007-06-15 2007-08-24 Prøve ID Fryseareal Afskallet materiale total (kg/m 2 ) m 7 m 14 m 28 m 42 m 56 m 56 /m 28 M30 Ref-1,1 15416 0,02 0,02 0,03 0,03 0,04 1,5 M30 Ref-1,2 15460 0,01 0,02 0,03 0,06 0,07 2,3 M30 Ref-1,3 15659 0,01 0,01 0,01 0,02 0,02 1,4 M30 Ref-1,4 15904 0,02 0,02 0,03 0,04 0,05 1,3 Middelværdi 0,01 0,02 0,03 0,04 0,04 1,6 Prøvning - start: Prøvning - slut: 2007-06-11 2007-08-20 Prøve ID Fryseareal Afskallet materiale total (kg/m 2 ) m 7 m 14 m 28 m 42 m 56 m 56 /m 28 A35- Ref, 1 15615 0,00 0,00 0,01 0,01 0,01 2,6 A35- Ref, 2 16083 0,00 0,01 0,01 0,01 0,02 2,1 A35- Ref, 3 15703 0,00 0,00 0,00 0,00 0,01 1,7 A35- Ref, 4 15659 0,00 0,00 0,00 0,01 0,01 3,0 Middelværdi 0,00 0,00 0,01 0,01 0,01 2,4 Rapport nr. 197644-4

Bilag 1 Teknologisk Instituts almindelige vilkår for rekvirerede opgaver gælder i deres fulde udstrækning for den ved Teknologisk Institut udførte tekniske prøvning og kalibrering samt for udfærdigelsen af prøvningsrapporter hhv. kalibreringscertifikater i forbindelse hermed. Dansk Akkreditering (DANAK) DANAK blev etableret i 1991 med hjemmel i lov nr. 394 om erhvervsfremme af 13. juni 1990. Kravene til akkrediterede prøvningslaboratorier er fastlagt i Erhvervsfremme Styrelsens bekendtgørelse om akkreditering af laboratorier til teknisk prøvning m.v., samt til GLP-inspektion. Bekendtgørelsen henviser til andre dokumenter, hvor akkrediteringskriterierne er beskrevet yderligere. Standarderne DS/EN ISO/IEC 17025 Generelle krav til prøvnings- og kalibreringslaboratoriers kompetence og DS/EN 45002 Generelle kriterier for bedømmelse af prøvningslaboratorier beskriver grundlæggende akkrediteringskriterier. DANAK anvender fortolkningsdokumenter til de enkelte krav i standarderne, hvor det skønnes nødvendigt. Disse vil hovedsageligt være udarbejdet af European cooperation of Accreditation (EA) eller International Laboratory Accreditation Co-operation (ILAC) med det formål at opnå ensartede kriterier for akkreditering på verdensplan. DANAK udarbejder desuden tekniske forskrifter vedr. specifikke krav til akkreditering, som ikke er indeholdt i standarderne. For at et laboratorium kan være akkrediteret kræves blandt andet: - at laboratoriet og dets personale skal være fri for enhver kommerciel, økonomisk eller anden form for pression, som kan påvirke deres tekniske dømmekraft. - at laboratoriet har et dokumenteret kvalitetsstyringssystem. - at laboratoriet råder over teknisk udstyr og lokaler af en tilstrækkelig standard til at kunne udføre den prøvning, som laboratoriet er akkrediteret til. - at laboratorieledelse og -personale har såvel faglig kompetence som praktisk erfaring i udførelsen af den ydelse, som laboratoriet er akkrediteret til. - at der er indarbejdet faste rutiner for sporbarhed og usikkerhedsbestemmelse. - at akkrediteret prøvning eller kalibrering udføres efter fuldt validerede og dokumenterede metoder. - at laboratoriet skal registrere forløbet af akkrediteret prøvning eller kalibrering således, at dette kan rekonstrueres. - at laboratoriet er underkastet regelmæssigt tilsyn af DANAK. - at laboratoriet skal have en forsikring, som kan dække laboratoriets ansvar i forbindelse med udførelsen af akkrediterede ydelser. Rapporter, der bærer DANAK s logo, anvendes ved rapportering af akkrediterede ydelser og viser, at disse er foretaget i henhold til akkrediteringsreglerne.

Appendix E Results regarding heat development of bio ash concretes. Test report: NT Build 388: 1992, Heat development. Haybox calorimeter.

Appendix F Strength development After the casting of the compressive strength samples it was discovered that the pressure meter used for the air content measurement during the casting of the compressive strength samples was malfunctioning, because of this the measured air content in the fresh concrete can not be used in the evaluation of the compressive strength results. The actual air content of the different concrete mixes has been calculated from the measured cylinder densities. Furthermore the air content for two samples has been analysed according to ASTM C 457 in order to validate the calculated air content. From the literature it is known that an excessive increase in air content will reduce the compressive strength. A general rule is that an increase of the air content by 1% will reduce the compressive strength by approximately 4%, were the strength reduction is smaller for low air contents and greater for high air contents. The measured compressive strength and the calculated compressive strength that has been compensated for air content using the rule mentioned above are presented in table 1. Concrete Calculated Compressive Strength Measured Compressive Strength Compensated for Air Content 2 days 7 days 28 days 56 days 2 days 7 days 28 days 56 days A35 AWS-1 16,3 26,6 37,8 45,4 19,6 32,0 45,5 54,6 A35 AWS-2 19,7 37,7 47,6 52,2 21,9 41,8 52,8 57,9 A35 AWS-3 16,6 29,6 35,4 43,4 19,9 35,5 42,4 52,0 A35 Lynis-1 18,7 33,6 44,2 48,1 20,0 35,9 47,2 51,3 A35 Lynis-2 19,7 39 43,1 46,4 21,8 43,2 47,8 51,4 A35 Lynis-3 23,2 34 40,5 48,3 24,9 36,5 43,5 51,9 A35 Ref 33,8 44,8 P20 AWS-1 4,2 8,1 11,9 14,9 5,9 11,4 16,7 21,0 P20 AWS-2 12,1 18,1 23,1 15,0 22,4 28,6 P20 AWS-3 5,7 11,4 17,6 17,4 7,2 14,4 22,2 22,0 P20 Lynis-1 4,2 9,3 15,9 18,5 5,4 12,0 20,5 23,9 P20 Lynis-2 5,4 11,7 19,1 20,7 6,5 14,1 23,1 25,0 P20 Lynis-3 4,9 11,7 19,1 22,3 6,0 14,4 23,6 27,5 Table 1. Measured and calculated compressive strengths Plots of the measured strength development are presented in diagrams 1-2 and plots of the calculated strength development are presented in diagrams 3-4. F1

Compressive strength A35 60,0 Compressive strength (Mpa) 50,0 40,0 30,0 20,0 10,0 A35 AWS-1 A35 AWS-2 A35 AWS-3 A35 Lynis-1 A35 Lynis-2 A35 Lynis-3 A35 Ref 0,0 0 10 20 30 40 50 60 Age (days) Diagram 1. Measured compressive strength development, A35 Compressive strength P20 25,0 Compressive strength (Mpa) 20,0 15,0 10,0 5,0 P20 AWS-1 P20 AWS-2 P20 AWS-3 P20 Lynis-1 P20 Lynis-2 P20 Lynis-3 0,0 0 10 20 30 40 50 60 Age (days) Diagram 2. Measured compressive strength development, P20 F2

Calculated compressive strength compensated for air content A35 60,0 Compressive strength (Mpa) 50,0 40,0 30,0 20,0 10,0 A35 AWS-1 A35 AWS-2 A35 AWS-3 A35 Lynis-1 A35 Lynis-2 A35 Lynis-3 A35 Ref 0,0 0 10 20 30 40 50 60 Age (days) Diagram 3. Calculated compressive strength development, A35 Calculated compressive strength compensated for air content P20 30,0 Compressive strength (Mpa) 25,0 20,0 15,0 10,0 5,0 P20 AWS-1 P20 AWS-2 P20 AWS-3 P20 Lynis-1 P20 Lynis-2 P20 Lynis-3 0,0 0 10 20 30 40 50 60 Age (days) Diagram 4. Calculated compressive strength development, P20 F3